三板溪混凝土面板堆石坝变形及应力分析  

Deformation and stress analysis of Sanbanxi concrete faced rockfill dam

作　　者：宋文晶[1] 伍星[1] 高莲士[1] 蔡昌光[2] 

机构地区：[1]清华大学水利水电工程系,北京100084 [2]国家电力公司中南勘测设计研究院,长沙410014

出　　处：《水力发电学报》2006年第6期34-38,共5页Journal of Hydroelectric Engineering

摘　　要：本文采用清华非线性K-G模型进行大坝三维非线性有限元变形和应力分析。三板溪工程的坝料岩性较好，坝体变形较小。坝体蓄水期最大计算沉降为82cm左右，约为坝高的0．44％，坝体最大水平位移约24cm，面板的挠曲率约0．07％。坝址河谷狭窄，坝肩对坝体变形的拱作用明显，面板水平位移约相当于沉降的15％。周边缝和垂直缝的三向变形约为20mm，在止水结构可承受范围内。由于后期分期施工在上游坝坡顶部所产生的垫层料的法向变形在10-20cm之间．在分期浇筑面板时应该引起重视。Tsinghua K-G constitutive model is adopted for FEM deformation and stress analysis in this paper. The rockfill deformation is in small range due to rigid rockfill with high modulus. The maximum computed settlement in rockfill area during water storage is approximately 82cm as 0.44% of the dam height. The maximum horizontal displacement is about 24cm and the flexibility curvature of face slab is about 0.07%. The arch effect of abutments is obviously in narrow valley that the horizontal displacement of face slab is about 15 % of the vertical displacement. The displacements in three directions of vertical and peripheral joints are about 20mm in the range of bearable waterstop strips. The relative normal deformation on the upstream slope of ⅡA area due to stage construction is 10-20cm, which should be recognized.

关 键 词：水工结构 应力变形 有限元分析 清华K-G模型 面板堆石坝 

分 类 号：TV31[水利工程—水工结构工程]